802.02 Concr ete Sand.
NOTE: It is sometimes impossible to obtain the exact abrasive charge with the steel balls available. In this case, obtain the closest abrasive charge possible to the reduced value and then adjust the weight {mass} of the sample in proportion to the new abrasive charge. FINE AGGREGATES
802.01 Description.
a.General . Fine aggregate shall consist of natural or manufactured sand having hard, clean, durable, uncoated particles and conforming to t he requirements provided in this Section.
b.Acceptance . The Department has established a list of qualified producers of fine aggregates. Refer to Subarticle 106.01(f) and ALDOT -355 concerning this list. All fine aggregates furnished shall come from an ap proved producer who is participating in and meeting the requirements of ALDOT -249, "Quality Control Program for Acceptance of Fine and Coarse Aggregates". The producer's name shall be listed in the Department's "Materials, Sources and Devices With Special Acceptance Requirements" manual, List I -1.
802.02 Concrete Sand.
a.Description . Concrete sand shall consist of natural sand, blends of natural sand, blends of natural and manufactured sand, or manufactured sand. The use of manufactured sand shall be limi ted to the conditions noted in Article 802.06. Blended sand shall be mixed and tested for gradation after blending has been completed. The sand shall be washed and have strong, hard, clean, durable particles meeting the physical requirements noted below an d the gradation requirements of ALDOT Size No. 100. There will be no fineness modulus or mortar strength requirements for concrete sand used in bituminous pavements.
b.Deleterious Substances .
1.The maximum weight {mass} of deleterious substances shall n ot exceed the following requirements: Materials passing the # 200 {75 µm} sieve removed by decantation shall be subject to approval or rejection based on the following:
a.If any sample has more than 2.5% material passing the # 200 {75 µm} sieve by decantation, the stockpile will be rejected.
b.An average will be made of the samples tested by decantation through the # 200 {75 µm} sieve. If the average is greater than 2.0%, the stockpile will be rejected. If the average is 2.0% or less, the stockpile will b e accepted.
c.If smaller quantities of the fine aggregate are being tested where only one sample would be required, this sample will be required to comply with a 2.0% maximum removed by decantation, not to exceed the following percentages: Shale 1.0 % Coal and/or Lignite 0.5 % Clay Lumps 0.5 % Cinders and Clinkers 0.5 % Other local deleterious substances (such as alkali, mica, coated grains, soft and flaky particles) 1.0 % Total shale, coal, and/or lignite, clay lumps, cinders and clinkers, and other local deleterious substances 3.0 % Maximum Concrete sand to be used in c oncrete headwalls, inlets, miscellaneous concrete units, slope paving, machine laid curbs, gutters, or combination curbs and gutters shall comply with the above except that not more than 3.0 percent shall pass the # 200 {75 µm} sieve by decantation.
802.03 Mortar Sand.
2.The percentage of clay lumps shall be determined by examining the various fractions which remain after the test for grading. An indication of clay lumps shall require testing in accordance with AASHTO T 112 to determine the amount of clay lumps.
3.The diameter of deleterious substances shall not exceed the maximum size of aggregate.
c.Organic Impurities . All fine aggregate shall be free from injurious amounts of organic impurities. Aggregates subjected to the colorimetric test for organic impurities and producing a color darker than the standard shall be rejected unless they pass the mortar strength or concr ete strength tests as outlined in Subarticles 802.02(e) and (f).
d.Soundness . When subjected to five cycles of the soundness test of fine aggregate by the use of sodium sulphate the measured percentage of loss shall not be more than 10 percent by weight {mass} when tested by AASHTO T 104. In lieu of the soundness test, satisfactory evidence may be provided that the fine aggregate has been exposed to natural weathering, either directly or in concrete for a period of at least five years without appreciable disintegration.
e.Mortar Strength . When tested in accordance with AASHTO T 71, fine aggregate shall have compressive strength not less than 95% of treated sand as prescribed in AASHTO T 71 at 3 days and 14 days with the use of Type III Portland cement or at 7 days and 28 days with Type I or Type II Portland cement.
f.Concrete Strength . Fine aggregate failing to meet the requirements herein provided for mortar strength may be used if (1) when tested in combination with the cement and coarse aggregate to be used in the work, the crushing or tensile strength of the concrete at the end of 7 days (3 days with Type III cement used) and 28 days is at least equal to the strength obtained from specimens made with sand meeting the requirements for the class of con crete in which the material is to be used, or (2) when the past performance record of the aggregate with the particular cement has been satisfactory.
g.Gradation Uniformity . The gradation of ALDOT Size No. 100 fine aggregate from any one source shall be reasonably uniform. For the purpose of determining the degree of uniformity, a fineness modulus determination shall be made upon representative samples from the source in accordance with the provisions of AASHTO M 6 for fineness modulus (F.M.) determinatio n. The following schedule will apply to ALDOT Size No. 100 fine aggregate for various kinds of concrete. Portland Cement Concrete Pavement, Bridge Superstructure Concrete, and Prestressed Concrete:
F.M. 2.30 Min. 3.00 Max. Establish Working F.M. (W.F.M.) Tolerance from W.F.M. is plus or minus 0.20 Structure Concrete (Other Than Bridge Superstructure Concrete):
F.M. 2.30 Min. 3.00 Max. Working F.M. is not required, however, if the F.M. exceeds 2.80 the Contractor will be required to increase the designated cement volume by 0.25 bags per cubic yard {0.25 bags per cubic meter} without additional cost to the State. If requested in writing by the Contractor, consideration will be given to using fly ash in the mix to increase the fines. The fly ash will be substituted for cement as directed by the Materials and Tests Engineer. There will be no F.M. requirements on concrete sand used in concrete headwalls, inlets, miscellaneous concrete units, slope paving, machine laid curbs, gutters, or combination curbs and gutters .
802.03 Mortar Sand.
Sand for mortar, ALDOT Size No. 101, shall consist of washed, hard, strong, durable, uncoated mineral or rock particles, reasonably free from injurious amounts of organic or other deleterious substances and me eting applicable requirements of Article 802.02.
802.04 Bituminous Pavement Fine Aggregate.
Fine aggregate for use in bituminous paving mixtures is defined as aggregate passing the 3/8 inch {9.5 mm} sieve and with a minimum 80 percent passing the No. 4 {4. 75 mm} sieve. The aggregate may
802.09 Gradation.
be natural fine aggregate or manufactured fine aggregate. The fine aggregate shall be non -plastic when tested in accordance with AASHTO T 89, as modified by ALDOT -232, and AASHTO T 90 and shall have a maximum of 1.0 percent clay lumps and friable particles as determined by AASHTO T 112. It shall consist of hard tough grain, free of injurious amounts of clay, loam, or other deleterious substances. Manufactured fine aggregate shall be the product produced from the crushing of a ggregates meeting the requirements of Section 801 and shall have 100 percent passing the 3/8 inch {9.5 mm} sieve with 95 percent of the material retained on the No. 8 {2.36 mm} sieve having at least one freshly fractured face. Natural fine aggregate is def ined as any fine aggregate that is not manufactured fine aggregate. Natural fine aggregate shall be reasonably clean, non -plastic, and uniformly graded sand which shall pass the 3/8 inch {9.5 mm} sieve and not have more than 10 percent passing the No. 200 {75 µm} sieve when tested in accordance with AASHTO T 11 and T 27. Mineral filler meeting the requirements of Section 805, agricultural limestone, or carbonate stone screenings may be used when additional fines are needed.
802.05 Blank.
802.06 Manufactured Sand for Portland Cement Concrete.
Manufactured sand shall meet all of the requirements for ALDOT #100 concrete sand, Article 802.02, except the requirement of Subitem 802.02(b)1a may be increased to five percent if the material is "Dust of Fracture." Manufactured sand may be produced from crushing gravel, granite, sandstone, or quartzite which may be used either as a blend with natural sand or as one hundred percent of the total fine aggregate. Gravel used to produce manufactured sand for use in concrete pavement or bridge superstructure concrete (except prestress concrete) shall have a bulk specific gravity greater than 2.550 (AASHTO T 85). Manufactured sand produced from crushing limestone shall not be used in bridge decks or concrete pavement. However, manufactured limestone sand may be used in prestressed or precast concrete, or cast in place concrete, which will not be exposed to vehicular traffic, if approved by the Engineer.
802.07 Fine Aggregate for White Concrete.
Fine aggregate for white concrete shall be a natural white, washed sand and/or an artificial sand made from white quartz, crushed white limestone, white marble, or white granite and shall contain no discoloring material, clay loam, or other foreign matter. It shall be secured from sources previously tested and approved by the Department for whiteness and light reflecting qualities or by visual comparison shall be, in the opinion of the Engineer, at least as white as the approved standard sample on file in the Engineer's office. Other requir ements for this fine aggregate shall conform to Article 802.02, with the gradation requirements in accordance with ALDOT Size No. 106.
802.08 Blank.
802.09 Gradation.
Fine aggregate shall be well graded between the limits specified and the size or sizes designated shall conform to the limits shown in the Fine Aggregate Gradation Table. TABLE OF ALDOT FINE AGGREGATE SIZES Aggregate Size Number DESCRIPTION PERCENT PASSING BY WEIGHT {MASS}, SIEVE SIZE 1 3/8 inch {9.5 mm} No. 4 {4.75 mm} No. 8 {2.36 mm} No. 16 {1.18 mm} No. 50 {300 µm} No. 100 {150 µm} No. 200 {75µm} 100 Concrete Sand 100 95-100 80-100 50-90 5-30 0-10 101 Mortar Sand 100 15-40 0-10 104 Plant Mix Sand 100 80-100 105 Manufactured Sand 100 95-100 50-80 20-50 10-25 5-12 106 White Concrete Fine Aggregate 100 95-100 75-100 50-90 10-35 5-15 0-5 NOTES:
1.Figures are percentages by weight {mass} of material finer than each sieve. 2.The F.M. for Size No. 100 when used in Portland cement concrete pavement shall be 2.30 minimum, 3.00 maximum.
3.See Articles No. 802.02 to 802.07 for descriptions.
802.10 Aggregate for Bituminous Work.
OPTIONAL TABLE OF ALDOT FINE AGGREGATE SIZES FOR CONCRETE TYPES 2, 3, & 4 DESCRIPTION PERCENT PASSING BY WEIGHT {MASS}, SIEVE SIZE 1/2 inch {12.5 mm} 3/8 inch {9.5mm} No. 4 {4.75 mm} No. 8 {2.36 mm} No 16 {1.18 mm} No. 30 {600 µm} No. 50 {300 µm} No. 100 {150 µm} Concrete Sand 100 95-100 85-100 75-100 50-90 30-80 5-45 0-10 NOTE: Concrete sand for concrete headwalls, inlets, miscellaneous concrete units, slope paving, machine laid curbs, gutters, or combination curbs and gutters may meet this gradation in lieu of the ALDOT Size No. 100 Concrete Sand gradation given above.
802.10 Aggregate for Bituminous Work.
The provisions of Article 801.10 are applicable to all Fine Aggregate used in bituminous work.
802.11 Use, Care, and Handling; Gradation Table.
Use, care, and handling of fine aggregate shall be in accordance with the provisions of Article 801.11, modified with respect to fine aggregate where necessary. SECTION 804 ASPHALT MATERIALS
804.01 General.
The asp halt materials furnished shall be of approved quality and shall meet the requirements shown under its respective type in the following tables and referenced specifications for the kind of material furnished. For any contract, the material furnished shall show uniform test results . Where more than one grade of material is permitted for any item of work, the Engineer shall specify the grade . In all cases, the Engineer will specify the consistency limits for the grade of material shown on the plans and/or proposal. The Contractor may, without extra compensation, supply asphalt material containing approved additives for producing non -stripping characteristics. For such materials, an adjustment in the total asphalt requirements of this subdivision will be made a s deemed necessary. Other additives shall not be added to the asphalt material unless expressly authorized in writing by the Materials and Tests Engineer. The use of any unauthorized additive will be cause for rejection of the asphalt material. Sampling of tank cars, tank trucks, distributor trucks, or recirculating storage tanks shall be by the use of a sampling valve, installed in the tanks, as prescribed in Figure 2 of AASHTO R 66 . All products furnished for use shall be from an approved producer who is participating in and meeting the requirements of ALDOT -243, ACCEPTANCE PROGRAM FOR ASPHALT MATERIALS, and listed on List I -4, PRODUCERS OF ASPHALT PRODUCTS, of the Department's "Materials, Sources, and Devices w ith Special Acceptance Requirements" Manual. Refer to Subarticle 106.01(f) and ALDOT- 355 concerning this list.
804.02 Performance Graded Asphalt Binders (PGAB).
The material supplied under this Article shall be asphalt prepared by the refining of asphaltic petroleum. No air -blown or o xidized asphalt will be allowed . The refined asphalt binder shall be homogeneous, free of water and shall not foam when heated at 347 °F {175 °C}. The PG 58 -22, PG 64-22, and PG 76- 22 binders shall conform to the requirements given in AASHTO M-320 as show n in Tables 1, 2 and 4 in Article 804.07. The PG 67- 22 binder (not shown in AASHTO M -320) shall conform to the requirements given in AASHTO M -320 and the requirements given in Table 3 of Article 804.07. Shipping temperature of the asphalt from the refinery shall not exceed 356 °F {180 °C} for unmodified binders. For polymer modified binders, shipping temperatures in excess of 356 °F {180 °C} may be allowed with the approval of the Materials and Tests Engineer. At the time of use, the asphalt temperature sha ll comply with the requirements of Item 401.03(d)2. or Subarticle 410.02(b) whichever is applicable.
804.03 Cutback Asphalt.
The materials supplied under this Article shall be made from liquid asphalt binder and naphtha solvent, so proportioned and mixed t hat the finished product shall be homogeneous and conform to the requirements of AASHTO M 81 for rapid curing cutback and AASHTO M 82 for medium curing cutback.
Source: Alabama Standard Specifications for Highway Construction, 2022 Edition. Pages 716–718 of 934.